地震荷載計(jì)算4.6水平地震作用計(jì)算4.6.1荷載的確定a恒載屋面板重力值：G屋面=6.07、10.8X326=118.01kN樓面板重力值TOC\o"1-5"\h\z3636G=4.5x8.7x——+6.66x2.1x——=95.65kN樓面22梁重力值3636G=4.02x10.8+4.02x3—x3+2.204x3—=129.54kN梁22每層柱重力值：G=5.369x3x3=48.32kN柱36墻重力值：G女兒墻=3.69x10.8+3.69x-2-x2=53.14kNTOC\o"1-5"\h\z(36、36G元10.35x10.8+-x2+10.28x-x2=186.05kN標(biāo)墻I2)2b活載36Q=0.5x-x10.8=9.72kN屋面236Q=2x-x10.8=38.89kN樓面2重力荷載代表值：G=G+G+G+G6屋面板梁柱女兒墻=118.01+129.54+48.32+53.14=349kNG=G+G+G+G5樓面板梁柱標(biāo)墻=95.65+129.54+48.32+186.05=459.56kNG=G=G=G=G=459.56kN12114.6.2地震作用的計(jì)算各層水平地震作用力的確定根據(jù)設(shè)計(jì)資料，設(shè)防烈度為7度，h<30m,建筑場(chǎng)地類別為II類，故地震特征周期t=0.4,框架結(jié)g構(gòu)基本自振周期t按下公式計(jì)算：1T=(0.08~0.1)Ni自振周期：T=0.1N=0.1義6=0.6SiT>1.4T=1.4x0.4=0.56s1g則有頂部附加地震作用則水平地震影響系數(shù)最大值a二0.08maxT水平地震影響系數(shù)。二(于"年max1建筑結(jié)構(gòu)的阻尼比取值”0.05則有一0.9「二1.02T、，0.4、a=(t)yqa=()0.9x1.0x0.08=0.056T2max0.61各層水平地震作用力的確定G=0.85ZG=0.85x(459.56x5+349)=2249.78KNeqi1F=aG=0.056x2249.78=126.0KNEKeq因?yàn)門>1.4T所以頂部附加地震作用系數(shù)1gG=0.08T+0.01=0.058n1方GH=459.56x(3+6+9+12+15)+349x18=26962kNii則各層水平力為：GH1_1—苫GH1_1—苫GHjjj=1F(1-8)=EK45956x30——x126.0x(1-0.058)=6.07KN26962GH□□GH□□22苫GHjjj=1FEK一45956x60(1-8)=x126.0x(1-0.058)=12.14KNn26962GH3_3—苫GHjjj=1F(1-8)=EK45956x90—x126.0x(1-0.058)=18.21KN26962GH4-4GH3_3—苫GHjjj=1F(1-8)=EK45956x90—x126.0x(1-0.058)=18.21KN26962GH4-4—苫GHjjj=1F(1-8)=EK45956x120--x126.0x(1-0.058)=24.28KN26962GH5-5—苫GHjjj=1F(1-8)=EK45956x150——x126.0x(1-0.058)=30.35KN26962GH

6_6—苫GHjjj=1F(1-8)=EK349x18一0x126.0x(1-0.058)=27.66KN26962AF=GF=0.058x126.0=7.34KNnEK由此得出各層的水平剪力為:第六層V=7.34+27.66=35.0KN6第五層V=35.0+30.35=65.35KN5第四層V=65.35+24.28=89.63KN4第三層V=89.63+18.21=107.84KN3第二層V=107.81+12.14=119.98KN2第一層V=119.98+6.07=126.05KN1表4.6.2.2地震作用下框架側(cè)移計(jì)算層次%/KV/kNjzD/(KN/m)au/mjau/hj635.035.0624660.000561/5357530.3565.35624660.001061/2830424.2889.63624660.001431/2098318.21107.84624660.001731/1734212.14119.98624660.001921/156316.07126.05609990.002071/1449N=ZAr=0.00877j側(cè)移驗(yàn)算：層間側(cè)移最大值：1/1449<1/550（滿足要求）3彎矩的計(jì)算框架柱的桿端彎矩、梁端彎矩按下式計(jì)算：m=v()-yc上imm=v——yc下im中柱處的梁M=.b.()左i左+i右下上bbM=.b.()右i左+i右下上bb邊柱處A軸框架柱剪力和梁柱端彎矩計(jì)算成果表層號(hào)；ViKN工DKN-mDimKN-mD/im工DVimKNym上KN-m下KN-m總KN-m635.062466164100.2639.210.3517.969.6717.96565.3562466164100.26317.190.4030.9420.6340.61489.6362466164100.26323.570.4538.8931.8259.523107.6241640.228.0.446.738.278.6

846610633659912119.9862466164100.26331.530.5047.3047.3085.591126.0560999193330.31739.960.6047.9571.9395.25B軸框架柱剪力和梁柱端彎矩計(jì)算成果表層號(hào)VvifKN工DKN/mDimKN/mD/im工DVimKNym上KN?m下KN.m左KN.m右KN.m635.062466164100.41614.560.4324.9018.7814.6910.21565.3562466164100.41627.190.4544.8636.7137.5526.08489.6362466164100.41637.290.4957.0554.8255.3238.443107.8462466164100.41644.860.5067.2967.2972.0450.072119.9862466164100.41649.910.5074.8774.8783.8758.291126.0560999193330.33341.970.5556.6669.2577.6053.93

梁端剪力/KN柱軸力/KN梁端剪力/KN柱軸力/KN層號(hào)ViKN工DKN-mDimKN-mD/im工DVimKNym上KN-m下KN-m總KN-m6241640.311.0.320.912.820.9635.066102124811165.36241640.320.0.435.827.048.65566102198366789.66241640.328.0.447.438.874.543661021775743107.6241640.334.0.454.049.892.8384/r